ML20211Q383
| ML20211Q383 | |
| Person / Time | |
|---|---|
| Issue date: | 07/15/1998 |
| From: | Johnson T NRC |
| To: | Landsman R NRC |
| Shared Package | |
| ML20211Q152 | List: |
| References | |
| FOIA-99-281 NUDOCS 9909150055 | |
| Download: ML20211Q383 (104) | |
Text
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From: Timothy Johnson)" ,*' 8
To: CHD1. CHP2 (RBL,FBLJls-DWN [ f,' TWD2.TWP7(TEH)
,,,,/ Date: 7/15/98 10:57am
Subject:
Chemetron -Reply -Reply Note that we are not relying on the admixture to provide stability. Because the unmodified wastes contain a large portion of materials that are larger than the ASTM test selve, these larger size materials are expected to provide sufficient strength to ensure stability. The admixture will provide additional stability, but it was not the determining factor in approving the Chemetron waste stability analysis.
>>> Ross Landsman 07/15/98 10:27am >>>
Hi Tim, The E-mail you sent yesterday about Chemetron has a lot of conflicting facts with whats been going on at the site. Numereous lifts were placed without any mixing taking place. This contradicts with what Mr Adams told you. Maybe OI should determine whats really going on on site. Anyway, even what Mr.
Adams told you is not consistent with the qualification procedures.. Since I thought we were relying on the added strength of the addmixture to make the slope stable, the lack of proper mixing makes our strength assumptions invalid and therefore the slope stability questionable.
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Environmental Restoration Radioactive Waste Management Pnncipal Office New York Office 9199 Reisterstown Road. Sune ill-C 11 West Main Street Owings Mills, Maryland 21117.4520 Spnngville. New York 14141 101:
Telephone: (410) 356-6612 Telepnone: (716) 592 3431 FAX. (410) 356-4213 F AX: (716) 592-3439 July 20.1998 Mr. Jerry Parker Ohio Environmental Protection Agency Northeast District Office 2110 East Aurora Road Twinsburg, Ohio 44087
Subject:
Chemetron Corporation Bert Avenue Remediation Project - Final Stabilization Evaluation for the Bert Avenue Closure Cell De r Mr. Parker:
This letter serves as the formal transminal for the ' Revised Slope Stability Analysis. Chemetron Corporation, Bert Avenue Site Remediation Project" which was initially submitted to the Ohio Environrnental Protection Agency (OEPA) by B. Koh & Associates. Inc. on June 12, 1998.
This analysis, along with other submittals ( April 13,1998, May 28.1998 and June 2,1998), suppons the " Waste Stabilization Report" (March 26. 1998) which was approved by OEPA on June 24, 1998.
Enclosed is a complete copy of the analyses with an original transmittal signed by Dames and Moore, our Engineers of Record.
If you have any questions. please give me a call at (716) 592 3431.
Very truly yours, 4 24's i 1
Theodore G. . dams Technical Manager cc: B. Koh, wio enclosure H. Davidson, w/o enclosure B. Quinby, w/o enclosure L. Chintella, w/o enclosure B. Kilkenny, w/o enclosure D. Raffel, w/ enclosure D. Fannin, w/o enclosure T. Johnson, w/ enclosure l D. Evans, w/ enclosure J. Romano, w/o enclosure Mayor Kolar, w/o enclosure D. Nelson, w/ enclosure _,
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B. Koh & Associates ---~~""_...... i 11 West Niain Street I Springville, NY 14141 Attn: Nir. Ted Adams Vice President i i
Re: Chemetron Corporation Ben Avenue Remediation Project I 1
Final Stability Evaluation for the Bert Avenue Closure Cel! !
l Dear Ted.
This letter serses as the formal transmittal for Dames & N1oore's " Revised Slope Stability Analyses Chemetron Corporation Bert Avenue Site Remediation Project" that was j submitted to Ohio Environmental Protection Agency IOEPA) by B. Koh & Associates, Inc.
(Koh) on June 12.199S. The transmittal was inadsenently omitted w hen Dames & NIoore ,
ongmally forw arded its repon to Koh.
Also enclosed is a complete copy of the repon with an onginal transmittal that should be ,
forwarded to OEPA for their files. j If you have any questions please feel free to centact us.
Yours truly, DAMES & NIOORE J. Britt Qumby, P E.
7 .g enior Eng\ g,.<e - . . ,,. ;"gg a / / \
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IlEVISED SLOPE STABILITY ANALYSES CilEMETitON COllPOllATION HEllT AVENUE SITE ItEMEDIATION PilOJECT To address the Ohio Environmental Protection Agancy's (OEPA's) concems over the Slope Stability Analyses (SSA) for the fmal slope in the eastern portion of the Bert Avenue Site expressed in their letter dated May 18,1998. Chemetron Corporation has perfomied testing of
- the materials that are to comprise the slope, and has used the results to revise the SSA. This report presents the material test data and the results of the revised SSA.
Material Testing Samples were collected and tested to estimate the engineering properties of the soil, waste, ilDPE and GCL to be used in the construction of the Bert Avenue Cell. These properties include angle of friction, coheswn, shear strength, and compressive strength. The samples were forwarded to Solor Testing laboratories, Inc in Brooklyn Hts. Ohio. Solor Testing performed the testing on the clay and unamended and amended waste samples, and used Geotechnics of Pittsburgh to test the GCL internal shear strength, the textured HDPE/ soil interface shear strength, and the GCL/ soil interface shear strength. The tests performed, methods used, and results are summarized in Table 1 with the laboratory test results attached. The following is a narrative of the results.
HDPE/ Sand & Clav Interfafs The testing of the direct shear resistance at the HDPE/ Sand and Clay interface was performed per ASTM D 5321 under normal stresses of 200,400, and 600 psf. The llDPE/ Sand interface tests resulted.in friction angles of 37.7 degrees (peak) and 30.5 degrees at 1" displacement (residual).
The shear testing of the llDPE/ Clay resulted in a friction angle of 36.2 (peak) and 34.1 degrees residual. The shear resistance did increase with an increase in normal stress. These results are consistent with published manufactures data.
GCL/ Sand & Clav hiterface The testing of the direct shear resistance at these interfaces was performed per ASTM D 5321 at 200,400, and 600 psf normal stresses. However, the samples were hydrated for a week under very low confming stress (less than 0.5 psi) prior to testing. This resulted in a free swell increase from approximately 8% (as received) to 280%. The GCL interface was then tested with the woven side in contact with the clay. The results for the GCL/ Clay were a peak friction angle of 6.1 degrees and adhesion of 322 psf, and a residual friction angle of 4.5 degrees and adhesion of 174 psf. The results for the GCL/Sud interface were a peak friction angle of 4.8 degrees and adhesion of 135 psf, and a residual Eriction angle of 3.7 degrees and adhesion of 67 psf. The 21752-007 152 DAMES & MOORE JBQ:BUF chemetron:099.CHE 1
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I . shear resistance did appear to increase slightly with an increase in normal stress. However, the shear surface observed during this testing was within the GCL bentonite material, not along the fabric and soil interfaces. Therefore, these results appear to be more representative of the internal shear resistance of the GCL than that of the fabric soil interface, GCL Internal Shear Strencth The testing of the direct internal shear strength of the GCL was performed per ASTM D 5321 at 600,2000, and 4000 psf normal stress. As with the samples tested for the GCL/ Soil interface, these samples were also hydrated for one week resulting in a free swell of 280%. The results indicate a peak friction angle of 0.8 degrees and adhesion of 310 psf and a residual friction angle of 0.9 degrees and adhesion of 168 psf. However, there was no significant increase in shear resistance with an increase in normal stress. These results are not consistent with published manufactures data that indicates a significant increase in shear resistance with an increase in normal stress. It is felt that an increase in water content to this degree (280%)in the field is unlikely, and is a major contributory factor in the low residual internal shear strength results obtained. Manufactures test data on samples hydrated to a lesser degree indicates higher internal shear strengths.
.Recomnacted Clav Soil The clay soil used for the liner and cover was tested per ASTM D 4767,(Undrained Triaxial Compression Test). The connning stresses used were 600,2000, and 4000 psf. The results based on effective stresses were 15.9 degrees for the friction angle and 100 psf for the cohesion.
Note that the cohesion was conservatively estimated by curving the tangent line to the respective Mohr circles.
Unamended Waste The fine portion of the waste sample (portion passing the No. 4 sieve) was tested per ASTM D 4767, at 600 and 4000 psf confining stress to estimate the friction angle and cohesion, and per ASTM D 2166 to estimate the compressive strength. The triaxiale results of the 2000 psf ;
confining stress are not yet available. However, estimates of the sucagth parameters can be.
derived from the existing data. The triaxiale results based on effective stresses are 28 degrees for the friction angle and a cohesion of 0 psf. The cohesion for this sample was also conservatively estimated by curving the tangent line to the respective Mohr circles. However, the compressive strength results were 1,100 psfindicating a cohesion of 550 psf (cohesion being estimated as %
of the compressive strength).
It should be noted that these results represent only a fraction of the material that made up the waste sample (30%), and are a conservative estimate ofits strength. The remaining 70% consists oflarger solid gravel and cobble type material that would serve to increase strength.
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21752-007 152 DAMES & MOORE 2
l JBQ:BUF:chernetron:099.CHE 4
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e Amended Waste Chemetron is currently in the process of evaluating the addition of Dolomite Kiln Dust (DKD) to the waste to control moisture during placement. Therefore, samples of the amended waste were included in this evaluation.
The amended waste (with 5% DKD) was tested per ASTM D 4767, at 600. 2000 and 4000 psf confining stresses after 7-days curing to estimate the friction angle and cohesion, and per ASTM D 2166 after 7-days to estimate the compressive strength. Further testing per ASTM D 2166 is planned to determine the 28-day unconfined compression strength. The triaxiale results based on effective stresses were 42 degrees for the friction angle and a cohesion of 0 psf. The cohesion for this sample was also conservatively estimated by curving the tangent line to the respective Mohr circles. However, the 7-day compressive strength results were 3,600 psfindicating a cohesion of 1,800 psf. These results show a gain in waste strength with the addition of DKD.
Slope Stability Analysis Consistent with the SS A approach and information contained in Chemetron's May 28 and June 2,1998 responses to OEPA's comments, the testing results were incorporated into the following three evaluations to analyze the stability of the eastern slope:
- 1. Static and Dynamic deep.scated Translational Failure Analysis
- 2. Statie and Dynamic dee;uscated Rotational Failure Analysis
- 3. Seepage-inducedSliding ofthe Eastern Cover The results of these analyses are attached, with a discussion of each analysis provided below.
Static and Dvnamic deers-seated Translational Failure Analvsis Using CLARA slope stability software with the same geometry and material types that was used in the preliminary translation failure analysis contained in Chemetron's recent June 2,1998 response to the OEPA conunents, and the material test results discussed above, a static and dynamic deep-seated translational failure computer analysis was performed. It was first performed assuming that the failure plane runs through the GCL. Due to the low internal shear strength of the GCL (phi = 0.9 degrees, and c= 168 psf) it was found that the resultant factors of safety were less than the OEPA's minimum FOS criteria. Therefore, in lieu of further testing and evaluations to see if the GCL or other strength parameters could be increased, the removal of the GCL under the' area of the eastern slope and its replacement with a textured HDPE was evaluated. Approximately 70 feet of GCL running from the toe of the waste west into the cell would be replaced by a textured HDPE A plan view of this is illustrated in the attached Figure 1 21752-007-152 DAMES & MOORE JBQ:BUF:chemetron:099.CHE 3
. with a cross section on Figure 2.
The results of a static and dynamic deep-seated transitional failure analysis using the HDPE in place of the GCL was then performed with the failure surface running through the textured HDPE/ sand interface of the liner. Note that to evaluate static long term stability a friction angle of 28 degrees and cohesion of 0 psf were used for the unamended waste. Under dynamic conditions, a friction angle of 28 degrees and cohesion of 275 psf was used for the unamended waste. All other parameters remained unchanged. The 275 psf cohesion is derived from the results of the unconfined compressive strength (1,100 psf) , where cohesion is % the unconfined compressive strength (550 psf) with a further reduction of % for a conservative, low estimate of cohesive forces during dynamic conditions.
The results of this analysis are:
EOS Static 2.926 Dynamic 2.078 Therefore,if the GCL is replaced with a textured HDPE the results of a deep-seated translational failure analysis along the HDPE/ sand interface are above the OEPA's recommended FOSs of 1.5 for static and 1.3 for dynamic conditions.
Static and Dvnamic deen-seated Rotational Silure Analyses Static and dynamic deep-seated rotational failure analyses were performed using CLARA slope stability software. The analysis uses the same geometry as the translational evaluation (and as presented in our May 28,1998 correspondence to OEPA), but replacing the GCL with textured HDPE under the area of the eastern slope. It also uses the same estimates of the waste, soil and material strength properties derived from the test results for static and dynamic conditions, as used in the translational analysis. The critical failure surface was found to run through the cap and waste. The results of the analysis are:
EOS ,
1 Static 1.728 Dynamic 1 A65 These FOSs are above the OEPA's recommended FOSs of 1.5 for static and 1.3 for dynamic conditions.
DAMES & MOORE 21752-007 152 4
JBQ.BUF:chemetron:099.CHE
Seenace-induced Slidine of the Eastern Cover An evaluation of seepage-induced slides of the eastern slope cover that considers pore water pressure and fluid flux that may effect the cover system was performed and is attached. The USEPA's HELP model was used to estimate the pore water pressure and fluid flux during saturated conditions and major rain events, and methods as contained in Chemetron's June 2, 1998 response to OEPA's comments were used to evaluate the potential for sliding.
The HELP data files used to evaluate the performance of the 5% slope of the drainage layer in the cover system for the cell as previously submitted to the OEPA were modified to apply to the eastem slope area. A surface area of 1.3 acres, with a slope of 3 horizontal to 1 vertical, and a soil type consistent with rip rap was incorporated in the cover. This model was run under two separate rainfall scenarios. Scenario 1 used the same rainfall default data for the Cleveland area as was used in the evaluation of the 5% cover (data from 1974 to 1978). To simulate conservative saturated conditions, Scenario 2 included a 100-year storm event (4.2 inches in 24 hours2.777778e-4 days <br />0.00667 hours <br />3.968254e-5 weeks <br />9.132e-6 months <br />) that occurred after two consecutive days each with one inch rainfalls. The peak daily head on the cover liner (affecting pore water pressure in the drainage layer) and peak daily flow (fluid flux) through the drainage layer are estimated to be:
Peak Daily Head Peak Dailv Finw Scenario 1 - default data 9.937 inches 659.25 cubic feet / day Scenario 2 - with 100-yr event 17.602 inches 866.76 cubic feet / day The testing of the textured HDPE! sand interface resulted in a friction angle of 30.5 degrees and the assumed conservative value used for the drainage layer was 30 degrees (with cohesion =0).
Since the difference between these values is small, the failure plane was assumed to be through the drainage layer at the HDPErsand interface with the friction angle equal to 30 degrees. The conservative value of 17.6 inches of head was used to account for pore water pressure. Applying these to the evaluation resulted in a factor of safety of 1.58, which is above the OEPA's minimum value of 1.5.
Conclusions The resultant factors of safety for the revised slope stability analysis using the results of material specific test results, the HDPE in place of the GCL under the area of the eastem slope, and conservative assumptions are above the minimum requited by the OEPA and indicate that the final east slope of the Bert Avenue Site Cell will be stable.
21752-007-152 DAMES & MOORE JBQ:BUF:chernetron:099.CHE 5
TAllLE I MATERIAL TESTING FOR SLOPE STAlllLITY ANALYSIS 1
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TABLE 1 MATERIAL TESTING FOR SLOPE STABILITY ANALYSIS Material Test Test hiethod Results Textured HDPE Direct Shear ASThi D 5321 phi = 30.5*
Liner / Sand Interface (residual) C = 8 psf Textured HDPE Direct Shear ASTM D 5321 phi = 34.l*
Liner / Clay (residual) C = 0 psf interface GCL/ Sand Interface Direct Shear ASTM D 5321 phi = 3.7*
(residual) C = 67 psf GCL/ Clay Interface Direct Shear ASTM D 5321 phi = 4.5*
(residual) C = 174 psf GCL Intemal Shear ASTM D 5321
- phi = 0.9 (residual) C = 168 psf Recompacted Clay Soil Consolidated ASTM D 4767 phi = 15.9 Liner Undrained C = 100 psf Compression Unamended Waste Consolidated ASTM D 4767 phi = 28' Undrained C = 0 psf Compression Unamended Waste Unconfined ASTM D 2166 1,100 psf Compression Amended Waste 7-day Consolidated ASTM D 4767 phi = 42 (5% DKD) Undrained C = 0 psf Compression Amended Waste 7-day Unconfined ASTM D 2166 3.600 psf (5% DKD) Compression Amended Waste 28-day Unconfined ASTM D 2166 Not yet available (5% DKD) Compression
- Internal shear strength testing performed on samples hydrated for one week 21752-007 152 DAMES & MOORE JBQ:BUF:chemetron;099.CHE
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!NTERFACE: SAND
- V5 60 mil TEXTCRED IIDPE
- Sand wu piaced at 107.84cf 3 553 w c.
PEAK SHEAR SHEAR DATA (at 1" displacement)
TRICTION ANOLE (deg); O= 37.7 0= 30.5
= 0.77 = 0.59 COEFFICIENT OF FRJCTION :
ADHES!ON [ Calculated)(pd)- a= 2 a= 8 NOTES 1 )A coreponens of the adnesim value rW may be an anoma'y of N laWaiory procedare and calculauen a!pnd m 2 )The fhetion ange w as cahlstad wmg locar represmo taarg on onpa: data.
3 )The disp!uee.er.11: .it for the 4te: shut u ut used u :] in:5es 4 )The m'.arfue tesud "wc*.
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INTERFACE FRICTION TEST RESULTS ASTM D 5321-92 90 technics curst . SOLAR TESTING LAB Curxr rROJEct ; CHEhETRON CORPORATION PROJECT No. : L98147-01 LAL I D. NO.; SAND: L95147 0103, 60 mil TEX'D HDPE: L98147-01-04 INTERFACE : SAND
- VS 60 mil TEXTURED HDPE
- Sand == riated a: 10184:f @ Sh w c SLIEAR RESISTANCE VS HORIZONTAL DISPLACEMENT 500 ,
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PAGE2OF3 CHECKED BY : DATE : [- / 3"- ((
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$44 S nocock Avenue Ea* Presburgn, PA 15112 .
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i mTERFACE FRICTION TEST RESULTS eotechnics ASTM D 5321-92 curNT : SOLAR TESTING LAB CUENT PROJECT - CHEMETRON CORPORATION PRoncT No. . L98147-01 LAB 1 D. NO.: S AND: L98147-01-03, 60 rni! TEXD HDPE: L98147-0104 INTEPJACE - SA.ND* VS 60 mit TEXTURED HDPE
- Sand wu placed at 107.84,f @ Sh c 0.04 NORMAL LOADNO : DEAD LOAD j STRAN RATI (in ! nn ):
TEST DATA
- 00 NOhiE LOAD (p') 4 ')Q NORM A1. LD C (psf) 600 NontAL LOAD (pe)
Non1AL LOAD (pai) 14 NontAL LO AD (psi) 2: NORMAL LOAD (pm) 42 PEAK SHEAR STRESS (pd) 15: PEAK SHEAR STRESS (prfi 308 PEAK SHEAR STRISS (pd) 467 1:! SHEAR DATAT1" uch1(esh :47 SH7.AR DATAf1* oxhl(ruf) 361 SHEAR DATATl'indd (70 HORIZ,0NTAL HOR:ZONTAL HORIZOVTAL =
FORCE STRESS D:SPLACE FORCE STRESS DISPLACE. FORCE STRESS DISPLACE.
(rn ) (da) (ru6 (ts. ) (dsv.) (;uf)
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, 0.100 2C J c: : 100 34 0 104 39 C :13 C 12: 45.0 138 0J20 23 C 7G C 1:0 9 CJ O 42 5 13: C 140 50.5 160 r 0.1 C 2L0 76 79 0 ;60 464 141 0 160 SLS 1 83 0.160 25.0 149 0.180 $6 5 2C4 0 180 28 C *! C 18 47 0 C 200 !!C 164 C 200 SLO 225 0 000 29.0 68 0.240 !) ; 179 0.* 40 62.0 247 0.240 30.f 93 0 30C 55 5 198 0 300 66 0 2 73 0,300 32.0 93 f60 202 0.3 40 68.0 293 0.340 32 0 98 0340 57 3 216 0400 69.5 304 0 400 34 0 104 C 400 0 440 59 0 225 0 440 70 0 308 0.440 33.0 107 0 500 60 0 232 C500 71 0 315 0.500 36.0 110 0 540 6C : 234 0 540 72.0 3 11 0.540 37.5 113 0 600 61 C 240 0 600 7: 5 327 0 600 38.5 118 0 643 61 : 241 0.640 72 5 3:7 0 640 39 0 110 0 *:0 6; O 240 C 700 73.0 331 0.700 380 116 334 116 L?C (12 241 0 740 73 5 0.?40 35 0
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69.0 300 1.500 8*.5 403 1,300 49.5 153 1 500 70 0 305 1600 $6.0 429 1 600 50 2 is1 1.600 d') 5 If3 170C 70 0 ER 1.650 II 0 444 1.700 44 0 141 1 500 es ! 304 1 800 85 448 1.800 68 0 293 1.900 88 8 450 1 900 45.5 140 1 900 251 1 950 88 8 4 50 1.950 43.2 139 1.950 66 5 66 5 281 2 000 90 0 459 2.000 43.2 139 2 000
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$44 Braddock Aveue
- Eas: Pftaburgh. P A 15112
- Phone (412; E23-7600
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Ii INTERFACE FRICTION TEST RESULTS technics
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ASDI D 5321-92 l CuENT . SOLAR TESTING LAB CLIENT PROJICT ; CHEMETRON CORPORATION PROJECT No. ; L98147-01 LAB I. D NO.- CLAY: L98147 0102, 60 mil TEX'D HDPE L98147-01-04 INTERFACE : CLAY
- VS 60 mil TEXTURED HDPE
- Cisy was placed at 114 57cf @ 14 69. w. c PEAK SHEAR RESIDUAL SHEAR FPJCTION ANGLE (deg): Ce 36.2 C= 34.1 COEFFICIENT OF FRICT10N : = 0.73 - 0.68 ADHES!ON (Calculated] ys!) a* -6 a= 2 NOTES 13A componem of the a&w. ion vabes repotuJ rna) be an anoma!y of the laboraron prxedure and calcWa:en algmthrn
-)The in.1aon ange was ca;eu;ated usmg imest regressian baseg on mpmal data.
3 )The digluemen:lurit for t9e d rect sheu u-st usai :s L3 m:-e4 4.)The mtednee ter.ed Nn .
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l cuENT: SOLAR TESTING LAB cumT PROJECT : CHEMETRON CORPORATION FROJECT NO. L93147 01 LABl.D NO.- CL AY: L98147-01-02, 60 mit TEX'D HDPE: L98147-01-04 INTERTACE: CLAYa VS 60 mil TEXTURED HDPE
- Claywas plued at 114 57ef @ I4 6% u. c SHEAR RESISTANCE VS HORIZONTAL DISPLACEMENT SOC l l t
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FAOE2OF3 CHECKED BY : DATE: [2 /- 9[
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544 Bra $doet Avenue
- East Potsburgh, PA 15112 .
Phone (412) 823 7600 -
Fax (412) 623-8099
o o INTERFACE FRICTION TEST RESULTS technics
- ASTM D 532192 j L
cuprf SOLAR TESTING LAB CUENT PROJECT - CIEhETRON CORPORATION PROJECT NO. - L98147 41 L*.B1 D NO CLAY: L98147 01-02 60 mt! TErD HDPE L98147-01-04 th7ERFACE- CLAY
- VS 60 mil TEXTURED HDPE
' Cisv was placed at 114 57cQ 14 6% w. c. !
0.04 NORMAL LOADING : DEAD LOAD STRA2N RATE ( m / men ):
TEST DATA NORMAL LOAD (psf) 400 NontAL LO AD (ps'.) 600 NORMAL LOAD (paf) 200 NORMAL LO O (psi) 28 NORMAL IDAD (psi) 4.2
.vonIAL LDAD (pal) 1.4 PEAX SHI A.R STRESS (ps!) 281 PIAK SHEAR STRESS (p4 435 PEAK SHIAR STRESS (psf) 143 RESIDUAL SHEAR (pm 266 RESIDUAL SHIAR(ps$ 406 RESIDUAL SHEAR (ps0 135 HORIZON ~AL liORIZOSTAL HORIZONTAL FORCE STRESS DISPLACE FORCE STRESS f DISPLACE. FORCE S 3 ESS DISPLACE.
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0 02') J5 9 0 020 7.0 20 0.020 90 26 0 240 11 0 39 0.040 13.5 41 0.040 18 0 54 0 C60 20 0 61 0 060 25 0 76 0.060 24 0 73 0 030 2 ! .0 9 0.C BC 32.5 99 0.080 27.C 32 C 100 32.5 99 C.100 41.0 126 0.100 30 0 S2 0 120 310 116 C.120 47.5 146 if
~
C.120 32 0 99 010 42 5 130 0 140 $2 0 172 C.140 33.! 102 35 0 C7 0 162 47 0 144 0 160 !!.0 194 0.160 57.5 213
' 36.0 ;10 0 180 50 0 156 0 180 O.180 240 C 200 $ 1.5 168 C 200 61.0 0 200 36 5 112 G.240 54 0 18" c.240 64 0 262 0 240 38.5 113 0 300 56 0 202 0.3 00 69.3 304 C.300 39 5 121 C.3C Sa C 217 C.340 71.5 319 0.340 40.2 123 C 463 60 0 232 0 400 75 0 3 46 0.400 41.5 127 60 f 236 0 440 76.5 357 0440 C0 129 0440 61 2 241 0 300 78.0 348 0 300 43 0 132 0 !00 0 540 62 0 247 0 540 79.! 380 C.540 43 5 133 C2 251 0 600 to.3 387 C600 43 8 134 0 600 00 255 0 640 82 C 399 0 640 44 ? 13' C6C
' O.2 256 0.700 33 C 406 0.700 4f 0 131 0 '30 UC HO 262 0 ?40 84 0 4]4 0 740 4 ! 140 266 C 800 64.2 415 0.800 46 5 143 C8% ,
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' 270 C l40 350 422 46.3 143 c s 40 65 0 0 840 0.9 00 !!.0 422 142 0 9ec 55.3 274 0 900 46 2 g5 5 423 142 0 940 66 0 27: 0940 0.940 46.2 429 66 0 273 1 000 86 0 1.000 46.0 141 1000 279 1.050 66 2 431 45 5 140 10$0 66.2 1.0$0 1 100 86 0 429 1100 66 2 279 '
1.100 45.5 1C 34.0 429 140 1 200 66 2 279 1200 1.200 45.5 86.0 429 141 1 300 66.2 279 1.300 1.300 44.0 429 66 f 281 1 400 86.0 44.0 141 1 400 f L.400 14 2 431 140 1 500 66.2 279 1.500 1.500 45.5 435 4
1.600 65.5 274 1.600 86.8 1.600 45.0 138 431 272 1.650 86.2 l 138 1.700 63 2 1.700 45 0 s! s 428 l 137 1 800 65 2 2 72 1.800 1.800 44.5 423 l 6! 2 272 1.900 33.3 44 0 135 1.900 1.900 272 1.950 85 0 422 44.0 135 1350 6? 2 1.930 34.5 418 134 2CC 63 5 274 2 000 2.000 43.8 412 2.100 63 0 270 2.100 23 4 2 100 44.0 135 410 {
266 2.200 R3.5 43.5 133 2.200 64.! l 2.200 2.250 83.! 410 134 2.230 64.5 266 2.250 43.8 33.0 406 l
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INTERFACE FRICTION TEST RESULTS technics ASTM D S321-92 cumT : SOLAR TESTING LAB cutNT PROJECT : CHESETRON CORPORATION rRo:ccT No - L98147-01 1AD 1. D. No : BENTOMAT ST : L98147-01-01. CLAY: L98147 0102 INTERFACE: CLAY
- VS BENTO31AT ST GCL(woven side)
- Cisy was pbced at !!417pel$ 14 6*.u c.
PEAK SHEAR RESIDUAL SHIAR C= 6.1 0= 4.5 FRICTION ANGLE (des)
= 0.11
- 0.08 cotmCIE57 0F TRIOUON .
A= 322 3= 174 ADHISION (Calculated)(ps0 NOTES 1.)A cornpenent of t.ne adhessor. w stwes repor -J rnay be ar. anomal., of ene laboratorv procedure a.M calcuisuen af6ernhrn 2.)~he fnd.on arg'e wa4 calcu;ated a,mg br. car regressien bu;og on onginal Ja:a 3 )The dir;later .nr lime fx ec gwiest dire:t maar u .c usc3 rs .1 ct:P.es 4 )The eter'.;c tested
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i l cuENT: SOLAR TESTING LAB CUENT PROJECT : CHEhETRON CORPORATION PROJECT NO : L98147 01 LAB 1 D No.: BENTOMAT ST ; L9814~ 01-01, CLAY' L98147 0102 f
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COtGChnics 5 INTERFACE FRICTION TEST RESULTs
' ASTM D 5321-92 D:UCT SHE ARCMT GEOTEST S2450 Cu mT: SOLAR TESTING LAB CUMT PROJECT ; CHEMETRON CORPORATION raoncT No. : L98147 01 BENTOMAT ST ' L98147-0101, CLAY: L98147-0102 LAS L D. NO.:
NrtuACE : CLAY' VS. BENTOMAT ST GCL(woven side)
- Clav was placed at 11437 pef @ 14 P.w. c.
NORMALLDAD: PSTUMAT1C CYUNDERS STRAIN RATE (in / min ): 0.0016 TEST DATA NCJU4AL LOAD (pf) 40cc 6c0 Mhc LOAD gef, 2M WOAMA LC@(v0 13 9 NOR),(AL LCAD(psi) 7 4: N"JtA(C '.QANs0 NN4 A? LOAD'JSI) C7 FEAX 5MIAR 1rRIss tys0 715 334 !T.AK 5 HEAR 57TJS 5 ;rs0 71MI53 EAR STRI.35 (pst) TII: DUAL 33E.AR 5*lTC$$ (pd) 446 334
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1 y technics BENTONITE MOISTURE CONTENT MATERIAL: BENTOMAT ST CLIENT: SOLAR TESTING LAB LAB. ID: L98147-01-01 CLIENT PROJECT: CHEMETRON CORPORATION PROJECT NO.: L98147-01 B1 l B2 B3 l B4 B5 Specimen No.
Aner consolidation Aber consolidation ARer consolidation Free swell for one & sher test & sher test & shear test Condition As Received week (600 psf) (2,000rsn (4,000 psf) 1722 1723 541 2357 7 Tan No.
Wt.cf Tare & WS (gm) 175 50 168 07 24146 9569 151.87 104 44 1290- 38.05 98 07 Wt.cf Tare & DS (gm) 16R.26 Wt.cf Tare (gm) 8170 81.68 83 00 8.31 75.09 63 63 112 39 57.64 53 80 Wt.cf Water (gm) 7.54 22.76 46 07 29.74 22.98 Wt.cf DS (gtn) 86 56 243 95 193.81 234.12
- Moisture Content (%) 8.71 l 279 57 l Note: The moisture contem using BENTONITE tahng from GCL.
300.00 279 $7 3 '3 '" 234.12 250 00 - l l
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- Sand was plseed at 107.84 pef @ 3% u. c PEAK SHEAR RESIDUAL SHE.G FRICTION ANGLE (deg>: 0= 4.8 C =r 3.7 COETTICIENT OF F1LICT10N - - 0.08 = 0.06 ADHESION [ Calculated] (pd) a= 135 a= 67 NOTES L)A cornponerW of the sanon salues repened may t e an anmaly of the laboratory pwedure ar.d cal.:ul:3m a?gonthm.
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F i" NTERFACE FRICTION TEST RESULTS Otechnics ASTM D 5321-92 cutsT : SOLAR TESTING LAB CLIENT PROJECT : CHEMETRON CORPORATION ritoJEcT N o.. L98147-01 LAB I D NO BESTOMAT ST : L98147-01-01 INTEUACE. BENTOMAT ST CCL INTERNAL SHEAR PE AK SifEAR RESIDUAL SHEAR FRICTION ANOLE (deg). C= 0.8 C= 0.9 ccEmcIEh7 OF FRICTION : = 0.01 = 0.02 ADHESION [Calculatsd} (psfr a= J10 a= 168 NOTES !.)A ccu ponent of the aivsen salun repor.ed rna) be an anernaly of ts lawatory neceoun and caje61stion alger:iten 2 J3e fncton ang: wts ca; ;!sted useg hnear reg ees: r. hasag or, org.ra: daa 3.)De displacement !cr.r: for *.te po'es direct nr.ea un:t 'ssed is 3 htra 4 )3e umfa.t tested
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I E FREE SWELL TEST RESULTS GRI Test Method GCL-1 CLEhT: SOLAR TESTING LAB MATERIAL: BENTOMAT GCL CLENT PROJECT: CHEMETRON CORP LAB. ID: L98147-01-01 i
PROJECT NOM L98147-01 SAMPLE NO.: NA TEST DATA ELAPSED TIME READING HEIGHT ELAP5ED TIME READING HEIGHT (hrs) (div) (in) (hrs; (div) (in) 0.00 0.0 0.0000 97.25 363.0 0.3630 0.25 20.0 0.0200 113.00 374.0 0.3740 0.50 28 0 0 0280 116 SD 377.5 0.3775 0.75 35.0 0.0350 119.00 379.5 0.3795 1.00 38 0 0 0330 121.25 381.0 0.3810 1.75 51.0 0.0510 137.00 388.0 0.3880 2.50 62.0 0 0620 140.00 389.0 0.3890 3.00 69 0 0 0600 143.50 392.5 0.3925 17.00 179 0 0.1790 161.25 400.0 0.4000 19.00 188.0 0.1880 166.50 402.0 0 4020 22.00 201.0 0 2010 168 50 464.0 0.4040 24 00 210.0 0.2100 172.00 405.0 0.4050 89.00 354.0 0 3540 185 25 409.0 0.4090 93.00 358 0 0 35S0 189 (10 410.0 0.4100 95.50 361.5 03615 193.50 411.5 0.4115 LVITIA.L THICKNESS (inches): 0.267 FREE SWELL (inches): 0.412 FREE SWELL (%): 154.1 NOTE. Th:::rple as receiv:d moisture content was 8 71% .
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CLARA - SLOPE STABILITY ANALYSIS Project: Chemetron Ber.t Ave. East Side Slope Data File: HDPE1000.CLA Analysis by: B. Phillips Date: 06-12-1995 Data Set: DEEP SEATED WEDGE THROUGH GCL RUN IDENTIFICATION LABEL:
Number of Active Columns 74 Axis of Rotation Y-coordinate 95.95 Max. No. Columns in Y-dir. 74 Axis of Rotation Z-coordinate 719.22 Slide Volume ........... 1.03E+03 Total Water Trust Force ..... 0.00E+00 Weight of Slide Mass .. 1.39E+05 Unbalanced Transverse Force . 0.00E+00 Sliding Surface Area ... 8.97E+01 Z-coord. of unbalanced force 0.00 Earthquake Acceleration 0.00' Negative Norm. Forces 0.00 % OF WEIGHT
!! NUMBER OF WARNINGS ISSUED CONCERNING THE PRESENT SOLUTION: ... 1 FACTOR OF SAFETY: Spencer .. . 2.926 LAMBDA = 0.279
SUMMARY
OF MATERIAL A';D D'SCONT~NUITY PROPERTIES NO. LASEL UN!T COHESION FRICTION PORE-PRESS.
WEIGHT HOR. VERT. HOR. VERT. PJ.TIQ* B-BAR A/ MATERIALS:
1 GW'Conveyanc 130.00 0.0 0.0 30.0 30.0 -1.00 0.00 2 Clay Liner 137.00 100.0 100.0 15.9 15.9 0.00 0.00 3 HDPE 63.00 0.0 0.0 30.0 30.0 0.00 0.00 4 Temp. Draina 130.00 0.0 0.0 30.0 30.0 0.00 0.00 5 Solid Waste 13C.00 0.C 0.0 28.0 28.0 0.00 0.00 6 Clay Cap 137.00 100.0 100.0 15.9 15.9 0.00 0.00 7 Drainage Lay 130.00 0.C 0.0 30.0 30.0 0.00 0.00 8 Select Eackf 137.00 0.0 0.0 27.0 27.0 0.00 0.00 9 Riprap 165.00 0.0 0.0 30.0 30.0 0.00 0.00 NOTES:
Material layers are numbered from bottom up
- Negative integer signifies the applicable piezametric surface number f
Dames and Moore, Orchard Park, N.Y.
CLARA - SLOPE STABILITY ANALYSIS Project: Chemetron Bert Ave. East Side Slope Data File: HDPE1000.CLA Analysis by: B. Phillips Date: 06-12-1998 Data Set: DEEP SEATED WEDGE THROUGH GCL RUN IDENTIFICATION LABEL:
Number of Active Columns 74 Axis of Rotation Y-coordinate 95.95 Max. No. Columns in Y-dir. 74 Axis of Rotation E-coordinate 719.22 Slide Volume............ 1.03E+03 Total Water Trust Force ..... 0.00E+00 Weight of Slide Mass .. 1.39E+05 Unbalanced Transverse Force . 0.00E+00 Sliding Surface Area ... 8.97E+01 Z-coord. of unbalanced force 0.00 Earthquake Acceleration 0.15 Negative Norm. Forces 0.00 t OF WEIGHT 1
!! NUMBER OF WARNINGS ISSUED CONCERNING THE PRESENT SOLUTION: ..
FACTOR OF SAFETY: Spencer . . 2.078 LAMBDA = 0.431
SUMMARY
OF MATERI AL AND DISCONTII'UITY PROPERTIES NO. LABEL UN~T COHESION FRICTION PORE-PRESS.
WEIGHT HOR. VERT. HOR. VERT. RATIO
- B-BAR A/ MATERIALS: 30.0 -1.00 0.00 1 GW Conveyanc 130.00 C.0 0.0 30.0 2 Clay Liner 137.00 '00.0 100.0 15.9 15.9 0.00 0.00 3 HDPE 63.00 0.0 0.0 30.0 30.0 0.00 0.00 4 Temp. Draina 130.00 0.0 0.0 30.0 30.0 0.00 0.00 5 Solid Waste 130.00 275.0 275.0 26.0 28.0 0.00 0.00 Clay' Cap 137.00 100.0 .00.0 15.9 15.9 0.00 0.00 6
Drainage Lay 130.00 C.C C.0 30.0 30.0 0.00 0.00 7
0.0 0.0 27.0 27.0 0.00 0.00 8 Select Backf 137.00 165.00 C.0 0.0 30.0 30.0 0.00 0.00 9 Riprap NOTES:
Material layers are numbered from bottom up
- Negative integer signifies the applicable piezometric surface number E
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CLARA - SLOPE STABILITY ANALYSIS Project: Chemetron Bert Ave. East Side Slope Data File: xtabil.CLA Analysis by: B. Phillips Date: 06-12-1998 Data Set: Scenario 1 RUN IDENTIFICATION LABEL:
Number of Active Columns 35 Axis of Rotation Y-coordinate 78.00 Max. No. Columns in Y-dir. 35 Axis of Rotation Z-coordinate 754.00 Slide Volume ........... 6.11E+02 Total Water Trust Force ..... 0 00E+00 Weight of Slide Mass . .. 8.49E-00 Unbalanced Transverse Force . 0.00E+00 Sliding Surface Area . .. 8.61E+01 Z-coord. of unbalanced force 0.00 Earthquake Acceleration 0.00 Negative Norm. Forces 0.00 % OF WEIGHT
!! NUMBER OF WARNINGS ISSUED CONCERNING THE PRESENT SOLUTION: ... 0 i FACTOR OF SAFETY: Spencer . . 1.718 LAMBDA = 0.313 f
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l WEIGHT HOR. VERT. HOR. VERT. RATIO
- B-BAR l ................... . .................................................
l A/ MATERIALS: -1.00 0.00 1 GW Conveyanc 130.00 0.0 0.0 30.0 30.0 l
I 2 Clay Liner 137.00 100.0 '00.0
. 15.9 15.9 0.00 0.00 3 HDPE 63.00 0.0 0.0 30.0 30.0 0.00 0.00 4 Temp. Draina 130.00 C.0 0.0 30.0 30.0 0.00 0.00 5 Solid Waste '30.00
_ 0.0 0.0 28.0 28.0 0.00 0.00 6 Clay Cap 137.00 100.0 100.0 15.9 15.9 0.00 0.00 ,
Drainage Lay 130.00 :.0 0.0 30.0 30.0 0.00 0.00 l 7
Select Backf 137.00 :.: 0.0 .27.0 27.0 0.00 0.00 l 8 Ricrap 165.00 :.0 0.0 30.0 30.0 0.00 0.00 I 9
(. ....................._........._ ........................................
NOTES:
Material layers are numbered from bottom up i
- Negative integer signifies the applicable piezometric surface number
'.,1
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- Chemetron Bert Ave. East Side Slope Data File: xtabil.CLA Analysis by: B. Phillips Date: 06-12-1996 Data Set: Scenario l' RUN IDENTIFICATION LABEL:
Number of Active Columns 35 Axis of Rotation Y-coordinate 78.00 Max. No. Columns in Y-dir, 35 Axis of Rotation Z-coordinate 754.00 Slide Volume ....... . . 6.11E+02 Total Water Trust Force ..... 0.00E+00 l Weight of Slide Mass .. 8.49E+04 Unbalanced Transverse Force . 0.00E+00 Sliding surface Area ... 8.61E+01 Z-coord, of unbalanced force 0.00 Earthquake Acceleration 0.15 Negative Norm. Forces 0.00 % OF WEIGHT 0
!! NUMBER OF WARNINGS ISSUED CONCERNING THE PRESENT SOLUTION: ...
FACTOR OF SAFETY: Spencer .... 1.465 LAMBDA = 0.509
SUMMARY
OF MATER:AL AND E:SCONTIIT.;;TY PROPERTIES NO. LABEL UN T COHESION FRICTION PORE-PRESS.
WEIGHT HOR. VERT. HOR. VERT. RATIO
- B-BAR A/ MATERIALS: 0.00 l 1 GW Conveyanc 130.00 '.0 0.0 30.0 30.0 -1.00 2 Clay Liner 137.00 1CC.D 100.0 15.9 15.9 0.00 0.00 3 HDPE 63.00 0.0 0.0 30.0 30.0 0.00 0.00 4 Temp. Draina 130.00 0.0 0.0 30.0 30.0 0.00 0.00 5 Solid Waste 130.00 275.0 275.0 25.0 26.0 0.00 0.00 6 Clay Cap 137.00 100.0 100.0 15.9 15.9 0.00 0.00 7 Drainage Lay 130.0C C.C 0.0 30.0 30.0 0.00 0.00 Select Backf 137.00 0.0 0.0 27.0 27.0 0,00 0.00 8
Riprap 1 E 5 .- C 0 C.0 0.0 30.0 30.0 0.00 0.00 j 9
NOTES:
Material layers are numbered from bcttom up
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l HYDROLOGIC EVALUATION OF LANDFILL PERiORMAUCC **
! ** HELP MODEL VERSION 3.03 (31 DECEMBER 1994) **
- DEVELOPED BY ENVIRONMENTAL LABORATORY **
, ** USAE WATERWAYS EXPERIMENT STATION **
I ** TOR USEPA RISK REDUCTION ENGINEERING LABORATORY **
t
- 24
- +**********************************
PRECIPITATION DATA FILE: C:\ HELP 3\ DEFAULT.D4 TEMPERATURE DATA. FILE: C:\ HELP 3\ DATA 7.D7 SOLAR RADIATION DATA FILE: C:\ HELP 3\ DATA 13.D13 EVAPOTRANSPIRATION DATA: C:\ HELP 3\ RIPRAP.D11 SOIL AND DESIGN DATA FILE: C:\ HELP 3\ RIPRAP.D10 OUTPUT DATA FILE: C:\ HELP 3\ RIPRAP.OUT TIME: 17:46 DATE: 6/ 9/1998 I
TITLE: Chemetron - Bert Avenue site NOTE: INITIAL MOISTURE CONTENT OF THE LAYERS AND SNOW WATER WERE COMPUTED AS NEARLY STEADY-STATE VALUES BY THE PROGRAM, LAYER 1 TYPE 1 - VERTICAL PERCOLATION LAYER MATERIAL TEXTURE NUMBER 21 THICKNESS = 12.00 INCHES l POROSITY =
0.3970 VOL/VOL
! FIELD CAPACITY =
0.0320 VOL/VOL l WILTING POINT = 0.0130 VOL/VOL INITIAL SOIL VI IR CONTENT =
0.0941 VOL/VOL EFFECTIVE SAT. r :D . COND. = 0.300000012000 CM/SEC l
l LAYER 2 o
TYPE 1 - VERTICAL PERCOLATION LAYER MATERIAL TEXTURE NUMBER 9 THICKNESS = 54.00 INCHES POROSITY =
0.5010 VOL/VOL '
FIELD CAPACITY =
0.2840 VOL/VOL WILTING ODINT =
0.1350 VOL/VOL INITIAL SOIL WATER CONTENT =
0.3206 VOL/VO.L EFFECTIVE SAT. HYD. COND. =
0.190000006000R-03 CM/SEC I
LAYER 3 TYPE 2 - LATERAL DRAINAGE LAYER MATERIAL TEXTURE NUMBER 5 THICKNESS = 12.00 INCHES POROSITY =
0.4570 VOL/VOL FIELD CAPACITY =
0.1310 VOL/VOL WILTING POINT =
0.0580 VOL/VOL INITIAL SOIL WATER CONTENT =
0.3067 VOL/VOL EFFECTIVE SAT. HYD. COND. =
0.100000005000E-02 CM/SEC SLOPE = 33.00 PERCENT DRAINAGE LENGTH = 120.O FEET LAYER 4 TYPE 4 - FLEXIBLE MEMBRANE LINER MATERIAL TEXTURE NUMBER 35 THICKNESS = 0.04 INCHES POROSITY =
0.0000 VOL/VOL FIELD CAPACITY = 0. 0000 VOI ,'VOL WILTING POINT = 0.0000 VOL/D L INITIAL SOIL WATER CONTENT = 0. 0 0 0 0 VOL/ .'OL EFFECTIVE SAT. HYD. COND. = 0.199999996000't,-12 CM/SEC FML PINHOLE DENSITY = 1.00 HOLES / ACRE FML INSTALLATION DEFECTS = *0.00 HOLES / ACRE FML PLACEMENT QUALITY = 3 GOOD LAYER 5 TYPE 3 - BARRTU SOIL LINER MATERIAL TEXTURE NUMBER 16 THICKNESS = 18.00 INCHES POROSITY =
0.4270 VOL/VOL FIELD CAPACITY =
0.411.o VCL/VOL WILTING PINT .
=
0.3^~0 VOL/VOL INITIAL SOIL WATER CONTENT = 0. e i 7 ;; ' COL /VOL EFFECTIVE SAT. HYD. COND. =
0.100000001000E-06 CM/SEC O
i- __
r LAYER 6 TYPE 1 - VERTICAL PERCOLATION LAYER MATERIAL TEXTURE NUMEER 9 THICKNESS = ' 252.00 INCHES POROSITY = 0.5010 VOL/VOL FIELD CAPACITY = 0.2840 VOL/VOL WILTING POINT = 0.1350 VOL/VOL INITIAL SOIL WATER CONTENT = 0.2840 VOL/VOL EFFECTIVE SAT. HYD. COND. = 0.190000006000E-03 CM/SEC LAYER 7 TYPE 2 - LATERAL DRAINAGE LAYER MATERIAL TEXTURE NUMBER 1 THICKNESS = 12.00 INCHES POROSITY = 0.4170 VOL/VOL FIELD CAPACITY = 0.0450 VOL/VOL WILTING POINT = 0.0180 VOL/VOL INITIAL SOIL WATER CONTENT = 0.0450 VOL/VOL EFFECTIVE SAT. HYD. COND. = 0.999999978000E-02 CM/SEC SLOPE = 2.00 PERCENT DRAINAGE LENGTH = 100.0 FEET LAYER 8 TYPE 3 - BARRIER SOIL LINER MATERIAL TEXTURE NUMBER 0 THICKNESS = 36.20 INCHES POROSITY = 0.4270 VOL/VOL FIELD CAPACITY = 0.4180 VOL/VOL l
' WILTING POINT = 0.3670 VOL/VOL INITIAL SOIL WATER CONTENT = 0.4270 VOL/VOL EFFECTIVE SAT. HYD. COND. = 0.850000035000E-07 CM/SEC 1
)
GENERAL DESIGN AND EVAPORATIVE ZONE DATA I
NOTE: SCS RUNOFF CURVE NUMBER WAS COMPUTED FROM A USER-SPECIFIED CURVE NUMBER OF 74.0, A SURFACE SLOPE OF 33.% AND A SLOPT LENGTH OF 120. FEET.
SCS RUNOFF CURVE NUMBER = 77.50
/0
e FRACTION OF AREA ALLOWING RUNOFF = 100.O PERCENT AREA PROJECTED ON HORIEONTAL PLANE = 1.300 ACRES EVAPORATIVE ZONE DEPTH = 8.0 INCHES INITIAL WATER IN EVAPORATIVE ZONE = 0.939 INCHES UPPER LIMIT OF EVAPORATIVE STORAGE = 3.176 INCHES LOWER LIMIT OF EVAPORATIVE STORAGE = 0.104 INCHES INITIAL SNOW WATER = 0.000 INCHES INITIAL WATER IN LAYER MAT RIALS = 117.376 INCHES TOTAL INITIAL WATER = 117.376 INCHES TOTAL SUBSURFACE INFLOW = 0.00 INCHES / YEAR EVAPOTRANSPkRATIONANDWEATHERDATA NOTE: EVAPOTRANSPIRATION DATA WAS OBTAINED FROM CLEVELAND OHIO MAXIMUM LEAF AREA INDEX = 0.00 START OF GROWING SEASON (JULIAN DATE) = 120 END OF GROWING SEASON (JULIAN DATE) = 290 AVERAGE ANNUAL WIND SPEED = 10.80 MPH AVERAGE 1ST QUARTER RELATIVE HUMIDITY = 72.00 %
AVERAGE 2ND QUARTER RELATIVE HUMIDITY = 68.00 %
AVERAGE 3RD QUARTER RELATIVE HUMIDITY = 72.00 %
AVERAGE 4TH QUARTER RELATIVE HUMIDITY = 72.00 %
NOTE: PRECIPITATION DATA FOR CLEVELAND OHIO WAS ENTERED FROM THE DEFAULT DATA FILE.
NOTE: TEMPERATURE DATA WAS SYNTHETICALLY GENERATED USING COEFFICIENTS FOR CLEVELAND OHIO NORMAL MEAN MONTHLY TEMPERATURE (DEGREES FAHRENHEIT)
JAN/JUL FEB/AUG MAR /SEP APR/OCT MAY/NOV JUN/DEC 25.50 27.40 36.60 48.10 58.20 67.60 71.60 70.40 64.10 53.20 41.80 31.10 NOTE: SOLAR RADIATION DATA WAS SYNTHETICALLY GENERATED USING COEFFICIENTS FOR CLEVELAND OHIO STATION LATITUDE = 41.24 DEGREES coo **************************************************************************e
- ANNUAL TOTALS FOR YEAR 1974
F INCHES CU. FEET PERCEN! ;
PRECIPITATION 39.88 188193.719 100.00 ,
i IUNOFF 4.079 19250.660 10.23
.EVAPOTRANSPIRATION 21.821 102975.437 54.72 DRAINAGE COLLECTED.FROM LAYER 3 13.9686 65918.055 35.03 PERC./ LEAKAGE THROUGH LAYER 5 0.005645 26.639 0.01 AVG. HEAD ON TOP OF LAYER 5 2.7135 l I DRAINAGE COLLECTED FROM LAYER 7 0.0000 0.001 0.00 0.005645 26.'37 6 0.C1 I PERC./ LEAKAGE THROUGH LAYER S j AVG. HEAD ON TOP OF LAYER 8 0<0000 CHANGE IN WATER STORAGE 0.005 22.898 0.01 l
SOIL WATER AT START OF YEAR 117.376 553897.562 SOIL WATER AT END OF YEAn 117.381 553920.500 j SNOW WATER AT START OF YEAR 0.000 C.000 0.00 SNOW WATER AT END OF YEAR O.000 0.000 0.00
.NNUAL WATER BUDGET BALANCE 0.0000 0.026 0.00 QQQCQ***************************************ws4**w***************************w*
C***Q**********************w***************4*.t*********************************
ANNUAL TOTALS.FOR YEAR 1975 INCHES CU. FEET PERCENT PRECIPITATION 40.81 192582.375 100.00 RUNOFF 6.962 32853.762 17.06 EVAPOTRANSPIRATION 19.946 94122.922 48.E7 i DRAINAGE COLLECTED FROM LAYER 3 15.3033 72216.172 37.50 PERC./ LEAKAGE THROUGH LAYER 5 0.006092 28.747 0.01 AVG. HEAD ON TOP OF LAYER 5 2.9847
,RAINAGE COLLECTED FROM LAYER 7 0.0000 0.002 0.00 PERC./ LEAKAGE THROUGH LAYER 8 0.006091 28.745 0.01 l AVG. HEAD ON TOP OF LAYER 8 0.0000
CHANGE IN WATER STORAGE -1.407 -6639.262 -3.45 10IL WATER AT START OF YEAR. 117.381 553920.500
.. SOIL WATER AT END OF YEAR 115.974 547281.187 ;
SNOW WATER AT START OF YEAR 0.000 0.000 0.00
' SNOW WATER AT END OF YEAR 0.000 0.000 0.00 )
i
' ANNUAL' WATER BUDGET BALANCE .O.0000 0.027 0.00 oco*******************************************************=******************,.
-coco *******v******************************************************************.
ANNUAL TOTALS FOR YEAR 1976 INCHES CU. FEET PERCENT PRECIPITATION 3 4 . 8 ,1 234268.437 100.00 RUNOFF 6.809 32130.408 19.56 EVAPOTRANSPIRATION 18.524 87416.031 53.22 RAINAGE COLLECTED FROM LAYER 3 11.0840 52305.242 31.84 PERC./ LEAKAGE THROUGH LAYER 5 0.004559 21.516 0.01 AVG. HEAD ON TOP.CF LAYER 5 2.1517 DRAINAGE COLLECTED FROM LAYER 7 0.0000 0.001 0.00 PERC./ LEAKAGE THROUGH LAYER S 0.004559 21.515 0.01 AVG. HEAD ON TOP OF LhlER 8 0.0000 CHANGE IN WATER STORAGE -1.612 -7604.836 -4.63 SOIL WATER AT START OF YEAR 115.974 547281.187 SOIL NATER AT END OF YEAR 114.258 539185.187 SNOW WATER AT START OF YEAR 0.000 0.000 0.00 SNOW WATER AT END OF YEAR 0.104 491.183 0.30 ANNUAL WATER BUDGET BALANLE 0.0000 0.080 0.00 r*************************************************************************xv
' coco ***************************************************************************
a~
L .
ANNUAL TOTALS FOR YEAR.1977 INCHET. CU. FEET PERCENT PRECIPITATION 36.v3 170308.719 100.00 RUNOFF 4.162 19642.562 11.53 EVAPOTRANSPIRATION 17.926 84591.750 49.67 DRAINAGE COLLECTED FROM LAYER 3 11.0420 52107.23B 30.60 PERC./ LEAKAGE THROUGH LAYER 5 0.004501 21.241 0.01 AVG. HEAD ON TOP OF LAYER 5 2.1441 DRAINAGE COLLECTED FROM LAYER 7 0.0000 0.001 0.00 PERC./ LEAKAGE THROUGH LAYER- 8 0.004501 21.240 0.01 AVG. HEAD ON TOP OF LAYER 8 0.0000 CHANGE IN WATER STORAGE 2.955 13945.920 8.19 SOIL WATER AT START OF YEAR 114.258 539185.187 SOIL WATER AT END OF YEAR 117.318 553622.312
'N(Mi WATER AT START OF YEAR 0.104 491.183 0.29 SNOW WATER AT END OF YEAR 0.000 0.000 0.00 ANNUAL WATER BUDGET BALANCE 0.0000 0.007 0.00 o*o*o*************************************************************************w ococo**************************************************************************
ANNUAL TOTALS FOR YEAR 1978 INCHES CU, FEET PERCENT PRECIPITATION 32.06 151291.156 100.00
-RUNOFF 3.390 15997.228 10.57 l
EVAPOTRANSPIRATION 18.074 85293.516 56.38 DRAINAGE COLLECTED FROM LAYER 3 13.0513 61588.871 40.71 ERC./ LEAKAGE THROUGH LAYER 5 0.005302 25.020 0.02 AVG. HEAD ON TOP OF LAYER 5 2.5444 DRAINAGE COLLECTED FROM LAYER 7 0.0000 0.001 0.00 lu J
8 0.005302 25.019 0.02 PERC./ LEAKAGE THROUGH LAYER AVG. HEAD ON' TOP OF LAYER 8 0.0000 IANGE IN WATER STORAGE -2.461 -11613.523 -7.68 SOIL WATER AT START OF YEAR 117.318 553622.312 SOIL' WATER AT END OF YEAR- 114.857 542008.750 SNOW WATER AT START OF YEAR' O.000 0.000 0.00 SNOW WATER AT END OF YEAR 0.000 0.000 0.00 AMWUAL WATER BUDGET BALANCE 0.0000 0.042 0.00 cocQc*************************************************************************v c*c*c******************************ww********w****w*************************ww, AVERAGE MONTHLY VALUES IN INCHES FOR YEARS 1974 THROUGH 1978 JAN/JUL FEB/AUG MAR /SEP APR/OCT MAY/NOV JUN/DEC
- ECIPITATION 2.80 2.28 3.40 2.76 2.95 3.57 TOTALS 3.20 4.68 3.04 2.35 2.37 3.33 1,39 0.92 1.00 1.42 0.34 STD. DEVIATIONS 0.94 1.50 2.41 0.51 1.22 1.57 1.34 RUNOFF-1.039 1.262 2.135 0.301 0.000 0.000 TOTALS 0.014 0.019 0.000 0.000 0.000 0.310 1.019 1.303 1.143 0.361 0.000 0.000 STD. DEVIATIONS 0.419 0.030 0.042 0.000 0.000 0.000 EVAPOTRANSPIRATION 0.857 0.918 1.621 1.886 1.971 2.231 TOTALS 0.927 1.845 2.331 1.889 1.524 1.259 0.225 0.202 0.357 1.008 0.602 STD. DEVIATIONS 0.128 0.141 0.435 0.590 0.637 0.502 0.433 ITERAL DRAINAGE COLLECTED FROM LAYER 3 TOTALS 1.5128 0.8782 0.4603 0.1954 0.5764 0.8949 1.0798 1.4458 1.7742 1.5290 1.2082 1.3349 0.7601 0.3316 0.2131 0.1671 0.4022 0.2291 STD.-DEVIATIONS-
0.1289 0.3840 1.0671 0.6176 0.3383 0.7403 i PERCOLATION / LEAKAGE THROUGH LAYER 5 ;
0.0006 0.0004 0.0002 0.0001 0.0002 0.0004 TOTALS 0.0005 0.0004 0.0006 0.0007 0.0006 0.0005 0.0003 0.0001 0.0001 0.0001 0.0002 0.0001 STD. DEVIATIONS 0.0001 0.0003 0.0000 0.0001 0.0004 0.0002 LATERAL DRAINAGE COLLECTED FROM LAYER 7 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 TOTALS 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 f 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 STD. DEVIATIONS 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 PERCOLATION / LEAKAGE THROUGH LAYER 8 0.0006 0.0004 0.0002 0.0001 0.0002 0.0004 TOTALS 0.0004 0.0006 0.0007 0.0006 0.0005 0.0005 0.0001 0.0001 0.0001 0.0002 0.0001 STD. DEVIATIONS 0.0003 0.0003 0.0000 0.0001 0.0004 0.0002 0.0001 AVERAGES OF MONTHLY AVERAGED DAILY HEADS (INCHES)
DAILY AVERAGE HEAD ACROSS LAYER 5 3.4609 2.2309 1.0562 0.4633 1.3224 2.1217 AVERAGES 2.4776 3.3172 4.2065 3.5082 2.8646 3.0628 0.8423 0.4890 0.3962 0.9228 0.5433 STD. DEVIATIONS 1.7575 0.8022 1.6985 0.2958 0.8812 2.5301 1.4170 DAILY AVERAGE HEAD ACROSS LAYER 8 l AVERAGES 0.0000 0.0000 0.0000 0.0000 0.000'0 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 STD. DEVIATIONS 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 ocoo************************************************************************w**
co**************************************************************w**************
AVERAGE ANNUAL TOTALS & (STD. DEVIATIONS) FOR YEARS 1974 THROUGH 1978 _______
_____________________________________________________________________ERCENT INCHES CU. FEET P PRECIPITATION 36.73 ( 3.622) 173328.9 100.00 l
s .
RUNOFF 5.081 ( 1.6755) 23974.93 13.832 EVAPOTRANSPIRATION 19.258 ( 1.6399) 90879.94 52.432
.TERAL DRAINAGE COLLECTED 12.88983 ( 1.85002) 60827.113 35.09347 FROM LAYER 3 PERCOLATION / LEAKAGE THROUGH 0.00522 ( 0.00069) 24.632 0.01421 LAYER 5 AVERAGE HEAD ACROSS TOP 2.508 .( 0.364)
OF LAYER 5 LRTERAL DRAINAGE COLLECTED 0.00000 ( 0.00000) 0.001 0.00000 FROM LAYER 7 PERCOLATION / LEAKAGE THROUGH 0.00522 ( 0.00069) 24.631 0.01421 LRYER 8 AVERAGE HEAD ACROSS TOP 0.000 ( 0.000)
OF LAYER 8 CHANGE IN WATER STORAGE -0.504 ( 2.1270) -2377.76 -1.372 ccccc**************************w*ww***w*************************************www l
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l PEAK DAILY VALUES FOR YEARS 1974 THROUGH 1978 (INCHES) (CU. FT.)
PRECIPITATION 2.13 10051.470 RUNOFF 2.532 11946.3291 DRAINAGE COLLECTED FROM LAYER 3 0.13970 659.24982 PERCOLATION / LEAKAGE THROUGH LAYER 5 0.000052 0.24503 AVERAGE HEAD ACROSS LAYER 5 9.937 DRAINAGE COLLECTED FROM LAYER 7 0.00000 0.00003 PERCOLATION / LEAKAGE THROUGH LAYER 8 0.000052 0.24500 AVERAGE HEAD ACROSS LAYER 8 0.000 SNOW WATER 3.18 15006.1904 MAXIMUM VEG. SOIL WATER (VOL/VOL) 0.3073 MINIMUM VEG. SOIL WATER (VOL/VOL) -0.0068
- w****************************************************w IV L
cooco*************************s*********************************************,,
FINAL WATER STORAGE AT END OF YEAR 1978 LAYER (INCHES) (VOL/VOL) 1 0.4623 0.0385 2 17.0036 0.3149 3 2.1394 0.1783 4 0.0000 0.0000 1 i
5 7.6860 0.4270 i
6 71.5680 0.2840 l 7 0.5400 0.0450 I
8 15.4574 0.4270 l
4 SUOW WATER 0.000 cocco****************************w******************************************.x
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n- HYDROLOGIC EVALUATION OF LANDFILL PERFORMANCE **
CO HELP MODEL VERSION'3.03 (31 DECEMBER 1994)
' do DEVELOPED BY ENVIRONMENTAL LABORATORY c* USAE WATERWAYS EXPERIMENT STATION
- =
co. FOR USEPA RISK REDUCTION ENGINEERING LABORATORY **
- d
- d*Co************************************************************************w ddQQC*************************************************************************
PRECIPITATION DATA FILE: C:\ HELP 3\SATDATA.D4
-TEMPERATURE DATA FILE: C:\ HELP 3\ DATA 7.D7 SOLAR RADIATION DATA-FILE: C:\ HELP 3\ DATA 13.D13 EVAPOTRANSPIRATION DATA: C:\ HELP 3\ RIPRAP.D11 SOIL AND DESIGN DATA FILE: C:\ HELP 3\ RIPRAP.D10 OUTPUT DATA FILE: C:\ HELP 3\ RIPRAP.OUT TIME: 17:15 DATE: 6/ 9/1998 accoo*************************************************w**********************w TITLE: Chemetron - Bert Avenue Site oo*oo*********************************************************************w***
NOTE: INITIAL MOISTURE CONTENT OF THE LAYERS AND SNOW WATER WERE COMPUTED AS NEARLY STEADY-STATE VALUES BY THE PROGRAM.
LAYER 1
- TYPE 1 - VERTICAL PERCOLATION LAYER MATERIAL TEXTURE NUMBER 21 THICKNESS
= 12.00 INCHES POROSITY = 0.3970 VOL/VOL FIELD CAPACITY = 0.0320 VOL/VOL WILTING POINT = 0.0130 VOL/VOL INITIAL SOIL WATER CONTENT = 0.0941 VOL/VOL EFFECTIVE SAT. HYD. COND. = 0.300000012000 CM/SEC LAYER 2 i
l
TYPE 1 - VERTICAL PERCOLATION LAYER MATERIAL TEXTURE NUMBER 9
= 54.00 INCHES THICKNESS POROSITY
= 0.5010 VOL/VOL FIELD CAPACITY = 0.2840 VOL/VOL WILTING POINT = 0.1350 VOL/VOL INITIAL SOIL WATER CONTENT = 0.3206 VOL/VOL EFFECTIVE SAT. HYD. COND. =. 0.190000006000E-03 CM/SEC
)
LAYER 3
)
\
i TYPE 2 - LATERAL DRAINAGE LAYER (
MATERIAL TEXTURE NUMBER 5 l THICKNESS
= 12.00 INCHES i POROSITY
= 0.457.0 VOL/VOL {
FIELD CAPACITY = 0.1310 VOL/VOL 1 WILTING POINT = 0.0580 VOL/VOL INITIAL SOIL WATER CONTENT = 0.3067 VOL/VOL EFFECTIVE SAT. HYD. COND. = 0.100000005000E-02 CM/SEC SLOPE
= 33.00 PERCENT DRAINAGE LENGTH = 120.0 FEET LAYER 4 TYPE 4 - FLEXIBLE MEMBRANE LINER MATERIAL TEXTURE NUMBER 35
= 0.04 INCHES THICKNESS POROSITY
= 0.0000 VOL/VOL FIELD CAPACITY
= 0.0000 VOL/VOL WILTING POINT = 0.0000 VOL/VOL INITIAL SOIL WATER CONTENT
= 0.0000 VOL/VOL EFFECTIVE SAT. HYD. COND.
= 0.199999996000E-12 CM/SEC FML PINHOLE DENSITY
= 1.00 HOLES / ACRE FML INSTALLATION DEFECTS
= 10.00 HOLES / ACRE FML PLACEMENT QUALITY
= 3 - GOOD LAYER 5 TYPE 3 - BARRIER SOIL LINER MATERIAL TEXTURE NUMBER 16
= 18.00 INCHES THICKNESS POROSITY
= 0.4270 VOL/VOL FIELD CAPACITY
= 0.4180 VOL/VOL WILTING POINT
= 0.3670 VOL/VOL INITIAL SOIL WATER CONTENT
= 0.4270 VOL/VOL EFFECTIVE SAT. HYD. COND.
= 0.100000001000E-06 CM/SEC
LAYER 6 TYPE 1 - VERTICAL PERCOLATION LAYER MATERIAL TEXTURE NUMBER 9 THICKNESS = 252.00 INCHES POROSITY =
0.5010 VOL/VOL FIELD CAPACITY = 0.2840 VOL/VOL WILTING POINT =
0.1350 VOL/VOL
-INITIAL SOIL WATER CONTENT =
0.2840 VOL/VOL EFFECTIVE SAT. HYD. COND. = 0.190000006000E-03 CM/SEC LAYER 7 TYPE 2 - LATERAL DRAINAGE LAYER MATERIAL TEXTURE NUMBER 1 )
THICKNESS = 12.00 INCHES !
POROSITY =
0.4170 VOL/VOL FIELD CAPACITY =
0.0450 VOL/VOL WILTING POINT =
0.0180 VOL/VOL INITIAL SOIL WATER CONTENT = 0.0450 VOL/VOL EFFECTIVE SAT. HYD. COND. = 0.999999978000E-02 CM/SEC SLOPE = 2.00 PERCENT 100.0 FEET l DRAINAGE LENGTH =
LAYER 8 TYPE 3 - BARRIER SOIL LINER MATERIAL TEXTURE NUMBER 0 THICKNESS = 36.20 INCHES POROSITY = 0.4270 VOL/VOL FIELD CAPACITY = 0.4180 VOL/VOL WILTING POINT = 0.3670 VOL/VOL INITIAL SOIL WATER CONTENT = 0.4270 VOL/VOL EFFECTIVE SAT. HYD. COND. = 0.850000035000E-07 CM/SEC GENERAL DESIGN AND EVAPORATIVE ZONE DATA NOTE: SCS RUNOFF CURVE NUMBER WAS COMPUTED FROM A USER-SPECIFIED CURVE NUMBER OF 74.0, A SURFACE SLOPE OF 33.% AND A SLOPE LENGTH OF 120. FEET.
SCS RUNOFF CURVE NUMBER = 77.50
FRACTION OF AREA ALLOWING RUNOFF = 100.0 PERCENT AREA PROJECTED ON HORIZONTAL PLANE = 1.300 ACRES EVAPORATIVE ZONE DEPTH = 8.0 INCHES INITIAL WATER IN EVAPORATIVE ZONE = 0.939 INCHES UPPER LIMIT OF EVAPORATIVE STORAGE = 3.176 INCHES LOWER LIMIT OF EVAPORATIVE STORAGE = 0.104 INCHES INITIAL SNOW WATER = 0.000 INCHES INITIAL WATER IN LAYER MATERIALS = 117.376 INCHES TOTAL INITIAL WATER = 117.376 INCHES TOTAL SUBSURFACE INFLOW = 0.00 INCHES / YEAR EVAPOTRANSPIRATION AND WEATHER DATA NOTE: EVAPOTRANSPIRATION DATA WAS OBTAINED FROM CLEVELAND OHIO MAXIMUM LEAF AREA INDEX = 0.00 START OF GROWING SEASON (JULIAN DATE) = 120 END OF GROWING SEASON (JULIAN DATE) = 290 AVERAGE ANNUAL WIND SPEED = 10.80 MPH AVERAGE IST QUARTER RELATIVE HUMIDITY = 72.00 %
AVERAGE 2ND QUARTER RELATIVE HUMIDITY = 68.00 %
AVERAGE 3RD QUARTER RELATIVE HUMIDITY = 72.00 %
AVERAGE 4TH QUARTER RELATIVE HUMIDITY = 72.00 %
NOTE: PRECIPITATION DATA FOR CLEVELAUD OHIO WAS ENTERED FROM THE DEFAULT DATA FILE.
NOTE: TEMPERATURE DATA WAS SYNTHETICALLY GENERATED USING COEFFICIENTS FOR CLEVELAND OHIO NORMAL MEAN MONTHLi TEMPERATURE (DEGREES FAHRENHEIT)
JAN/JUL FEB/AUG MAR /SEP APR/OCT MAY/NOV JUN/DEC 25.50 27.40 36.60 48.10 58.20 67.60 71.60 70.40 64.10 53.20 41.80 31.10 NOTE: SOLAR RADIATION DATA WAS SYNTHETICALLY GENERATED USING COEFFICIENTS FOR CLEVELAND OHIO ;
i STATION LATITUDE = 41.24 DEGREES l
QQQQQ**************************************************************************
ANNUAL TOTALS FOR YEAR 1974 se
INCHES CU. FEET PERCENT PRECIPITATION 39.88 188193.719 100.00 l l
JNOFF 4.079 19250.660 10.23 EVAPOTRANSPIRATION 21.821 102975.437 54.72 DRAINAGE COLLECTED FROM LAYER 3 13.9686 65918.055 35.03 PERC./ LEAKAGE THROUGH LAYER 5 0.005645 26.639 0.01 AVG. HEAD ON TOP OF LAYER 5 2.7135 DRAINAGE COLLECTED FROM LAYER 7 0.0000 0.001 0.00 PERC./ LEAKAGE THROUGH LAYER 8 0.005645 26.637 0.01 AVG. HEAD ON TOP OF LAYER 8 0.0000 CHANGE IN WATER STORAGE 0.005 22.898 0.01 SOIL WATER AT START OF YEAR 117.376 553897.562 SOIL WATER AT END OF YEAR 117.381 553920.500 SNOW WATER AT START OF YEAR 0.000 0.000 0.00 SNOW WATER AT END OF YEAR 0.000 0.000 0.00 INUAL WATER BUDGET BALANCE 0.0000 0.026 0.00 ANNUAL TOTALS FOR YEAR 1975 INCHES CU. FEET PERCENT
_-- -_-_---_-- _------ l PRECIPITATION 43.32 204427.094 100.00 RUNOFF 7.969 37606.875 18.40 l
,EVAPOTRANSPIRATION 20.093 94820.977 46.38 DRAINAGE COLLECTED FROM LAYER 3 16.6518 78579.789- 38.44 PERC./ LEAKAGE THROUGH LAYER 5 0.006722 31.720 0.02 AVG, HEAD ON TOP OF LAYER 5 3.3344 )
AAINAGE COLLECTED FROM LAYER 7 0.0000 0.003 0.00 PERC./ LEAKAGE THROUGH LAYER 8 0.006721 31.717 0.02 AVG. HEAD ON TOP OF LAYER 8 0.0000 M
l CHANGE IN WATER STORAGE -1.401 -6612.331 -3.23
'IL WATER AT START OF YEAR 117.381 553920.500 SOIL WATER AT END OF YEAR 115.980 547308.125 SNOW WATER AT START OF YEAR 0.000 0.000 0.00 SNOW WATER AT END OF YEAR 0.000 0.000 0.00 ANNUAL' WATER BUDGET BALANCE 0.0000 0.057 0.00 o*o************************************************************************,*,.
QCQQC*********************************************************************wwwww AVERAGE MONTHLY VALUES IN INCHES FOR YEARS 1974 THROUGH 1975 JAN/JUL FEB/AUG MAR /SEP APR/CCT MAY/NOV JUN/DEC PRECIPITATION TOTALS 2.81 2.82 3.67 2.47 4.00 2.84 2.22 7.38 3.20 1.46 3.40 4.31 STD. DEVIATIONS 0.35 0.54 0.29 1.65 1.10 0.37 1 0.45 5.78 0.21 0.38 1.86 0.77 !
RUNOFF TOTALS 0.418 1.605 2.953 0.000 0.000 0.000 0.000 0.551 0.000 0.000 0.000 0.498 STD. DEVIATIONS 0.591 0.935 0.983 0.000 0.000 0.000 0.000 0.779 0.000 0.000 0.000 0.644 EVAPOTRANSPIRATION i
{'
TOTALS 0.906 0.800 1.789 1.555 2.624 2.633 1.730 2.595 2.507 1.288 1.529 1.000 STD. DEVIATIONS 0.234 0.371 0.019 0.250 1.197 0.881 {
0.403 0.448 0.578 0.180 0.684 0.190 LATERAL DRAINAGE COLLECTED FROM LAYER 3 TOTALS 2.1751 1.1274 0.6063 0.3239 0.8331 0.8327 1.1295 1.1411 2.6040 1.7376 1.0816 1.718C STD. DEVIATIONS 0.0016 0.0008 0.0005 0.2187 0.6482 0.3715 0.1451 0.0546 2.6527 1.4320 0.4377 1.2984 PERCOLATION / LEAKAGE THROUGH LAYER S
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0.0008 0.0005 0.0003 0.0001 0.0003 0.0003 TOTALS 0.0007 0.0005 0.0005 0.0011 0.0007 0.0004 0.0000 0.0000 0.0000 0.0001 0.0003 0.0001 STD. DEVIATIONS 0.0005 0.0001 0.0000 0.0011 0.0005 0.0002 LATERAL DRAINAGE COLLECTED FROM LAYER 7 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 TOTALS 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 STD. DEVIATIONS 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 PERCOLATION / LEAKAGE THROUGH LAYER 8 0.0008 0.0005 0.0003 0.0001 0.0003 0.0003 TOTALS 0.0005 0.0005 0.0011 0.0007 0.0004 0.0007 0.0000 0.0000 0.0001 0.0003 0.0001 STD. DEVIATIONS 0.0000 0.0005 0.0001 0.0000 0.0011 0.0005 0.0002 AVERAGES OF MONTHLY AVERAGED DAILY HEADS (INCHES) 7AILY AVERAGE HEAD ACROSS LAYER 5 AVERAGES 4.9906 2.8638 1.3912 0.7680 1.9114 1.9742 2.5915 2.6181 6.6858 3.9869 2.5645 3.9416 STD. DEVIATIONS 0.0022 0.0013 0.0011 0.5184 1.4872 0.8809 0.3329 0.1253 7.0133 3.2856 1.0377 2.9792 DAILY AVERAGE HEAD ACROSS LAYER S AVERAGES 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 STD. DEVIATIONS 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000
- dQQ*****************w**w*********w*****************w********************w*****
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AVERAGE ANNUAL TOTALS & (STD. DEVIATIONS) FOR YEARS 1974 THROUGH 1975 INCHES CU. FEET PERCENT
.ECIPITATION 41.60 ( 2.432) 196310.4 100.00 RUNOFF 6.024 ( 2.7505) 28428.77 14.482 EVAPOTRANSPIRATION 20.957 ( 1.2219) 98898.20 50.378 l
l
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l LATERAL DRAINAGE COLLECTED 15.31022 ( 1.89726) 72248.922 36.80341 FROM LAYER 3 0.00618 ( 0.00076) 29.179 0.01486 (COLATION/ LEAKAGE THROUGH LAYER 5 AVERAGE HEAD ACROSS TOP 3.024 ( 0.439)
OF LAYER 5.
LATERAL DRAINAGE COLLECTED 0.00000 ( 0.00000) 0.002 0.00000 FROM LAYER 7 0.00618 ( 0.00076) 29.177 0.01486 PERCOLATION / LEAKAGE THROUGH LAYER 8 AVERAGE HEAD ACROSS TOP 0.000 ( 0.000)
OF LAYER 8 CHANGE IN WATER STORAGE -0.698 ( 0.9942) ~3294.72 -1.678 CQQ*d*************************'******************************************w****Fw 1
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PEAK DAILY VALUES FOR YEARS 1974 THROUGH 1975 (INCHES) (CU. FT.)
PRECIPITATION 4.20 19819.799 2.532 11946.3291 RUNOFF 3 0.18368 866.76257 DRAINAGE COLLECTED FROM LAYER 5 0.000090 0.42376 PERCOLATION / LEAKAGE THROUGH LAYER AVERAGE HEAD ACROSS LAYER 5 17.602 7 0.00000 0.00010 DRAINAGE COLLECTED FROM LAYER S 0.000090 0.42366 PERCOLATION / LEAKAGE THROUGH LAYER AVERAGE HEAD ACROSS LAYER S 0.000 SNOW WATER 2.85 13461.7910 0.3006 MAXIMUM VEG. SOIL WATER (VOL/VOL)
-0.0042 MINIMUM VEG. SOIL WATER (VOL/VOL)
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FINAL WATER STORAGE AT EllD OF YEAR 1975 LAYER (INCHES) (VOL/VOL) 1 2.0417 0.1701 2 16.6987 0.3092 3 1.9879 0.1657 !
4 0.0000 0.0000 5 7.6360 0.4270 6 71.5680 0.2840 7 0.5400 0.0450 8 15.4574 0.4270 ,
1 S!!OW WATER 0.000
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